CN112067468A - Rock joint dynamic shearing experimental method considering different boundary conditions - Google Patents
Rock joint dynamic shearing experimental method considering different boundary conditions Download PDFInfo
- Publication number
- CN112067468A CN112067468A CN202010832545.4A CN202010832545A CN112067468A CN 112067468 A CN112067468 A CN 112067468A CN 202010832545 A CN202010832545 A CN 202010832545A CN 112067468 A CN112067468 A CN 112067468A
- Authority
- CN
- China
- Prior art keywords
- normal
- shear
- load
- dynamic
- sample
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/30—Investigating strength properties of solid materials by application of mechanical stress by applying a single impulsive force, e.g. by falling weight
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0001—Type of application of the stress
- G01N2203/0003—Steady
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0001—Type of application of the stress
- G01N2203/001—Impulsive
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0025—Shearing
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0026—Combination of several types of applied forces
Landscapes
- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention relates to a rock joint dynamic shearing experimental method considering different boundary conditions, which comprises the following steps of: s1, preparing a sample, and then installing the sample in a shear box; s2, selecting whether to consider the normal dynamic load or not, and then setting a normal boundary control mode; s3, applying a normal static load, and applying the normal load to the sample to a target pressure value at a constant loading rate by using a static normal loading unit; s4, applying a tangential load to the sample to a target pressure value at a constant loading rate by using a static shear loading unit; s5, applying tangential dynamic load and normal dynamic load by using the dynamic shearing loading unit and the dynamic normal loading unit; s6: and analyzing the shear strength, the shear rigidity and the shear expansion angle of the sample according to the shear load, the shear displacement, the normal load and the normal displacement which are monitored and recorded. The invention can well simulate different boundary conditions of joints in engineering rock mass.
Description
Technical Field
The invention belongs to the technical field of dynamic shearing experiments of rock joints, and particularly relates to a dynamic shearing experiment method of rock joints considering different boundary conditions.
Background
The joint surface widely existing in the engineering rock mass is an important factor influencing the stability of a rock mass structure, and the shear failure of the joint is an important reason causing the instability of the rock mass structure and inducing geological disasters such as earthquake, rock burst and the like. The development of joint shearing mechanical property research, particularly dynamic shearing mechanical property research, has very important significance on the whole process of design, construction, operation and maintenance of rock engineering.
At present, in the experimental methods for researching the dynamic shear characteristics of jointed rock, the experimental method under the condition of constant normal pressure is commonly used, namely, the joint normal pressure is always kept unchanged in the process of dynamic shear deformation of the joint. However, this method is only suitable for simulating the failure process of un-anchored rock slopes and shallow engineering rocks when the joints are subjected to dynamic loads in the tangential direction. For different engineering rock masses, the stress environments of the engineering rock masses are different, and further, when the joints are subjected to shear deformation, the normal boundary and the tangential boundary have various forms, for example, for surrounding rock masses, anchoring rock mass slopes and the like of deep chambers, the normal pressure is greatly changed in the joint shear deformation process, and the constant normal stiffness boundary is adopted to better meet the engineering practice. In addition, because the rock mass has a free face after the underground chamber is excavated, the rock joint will generate initial shear deformation under the action of ground stress; and the joint tangential and normal may be subjected to dynamic loading simultaneously. In conclusion, in the process of shear deformation of the jointed rock body, the normal boundary of the jointed rock body has 4 types of constant normal pressure, constant normal stiffness, normal dynamic pressure, normal static pressure and normal dynamic pressure combination and the like; the tangential boundary has 3 types of static shearing, dynamic shearing, combination of static shearing and dynamic shearing, and the like. Obviously, the existing experimental method considers a single boundary condition, and therefore, certain limitations inevitably exist in the aspect of research result application.
Disclosure of Invention
The invention aims to solve the technical problem of providing a rock joint dynamic shearing experimental method considering different boundary conditions aiming at the defects of the background technology. The method considers 4 types of normal boundary conditions such as constant normal pressure, constant normal stiffness, normal dynamic pressure, normal static pressure and normal dynamic pressure combination and the like; static shearing, dynamic shearing, a combination of static shearing and dynamic shearing, and the like. According to the problem to be researched, a reasonable combination mode of a normal boundary and a tangential boundary is selected, different boundary conditions of the engineering rock joint can be well simulated, and therefore an experimental basis is provided for researching the dynamic shearing mechanical properties of the rock joint under different boundary conditions.
The invention adopts the following technical scheme for solving the technical problems:
a rock joint dynamic shear experimental method considering different boundary conditions comprises the following steps:
s1, preparing a sample, and then installing the sample in a shear box; the test device comprises a dynamic shear loading unit, a static shear loading unit, a dynamic normal loading unit, a static normal loading unit and a data monitoring and acquisition unit;
s2, selecting whether a normal dynamic load needs to be applied or not; if not, setting a normal boundary control mode in the experiment control system; if necessary, skipping the step;
s3, applying a normal static load, and applying the normal load to the sample to a target pressure value at a constant loading rate by using a static normal loading unit;
s4, selecting whether an initial tangential static load needs to be applied or not; if so, applying a tangential load to the sample to a target pressure value at a constant loading rate by using a static shear loading unit; if not, skipping the step;
s5, applying tangential dynamic load and normal dynamic load by using the dynamic shearing loading unit and the dynamic normal loading unit;
s6: analyzing data; and analyzing the shear strength, shear rigidity and shear expansion angle of the sample according to the shear load, shear displacement, normal load and normal displacement monitored and recorded by the data monitoring and acquisition unit.
Further, in the step S1, the sample is a joint rock sample, and is prepared by manual casting or rock splitting.
Further, in S2, the normal boundary control manner includes two types, i.e., a constant normal pressure or a constant normal stiffness.
Further, in S3, first, normal loading control parameters, including a normal loading rate and a target pressure value, are set in the experiment control program. A normal load is then applied to the specimen at a constant loading rate to a target pressure value.
Further, in S4, when the initial static shear load is selected to be applied, first, tangential loading control parameters including a tangential loading rate and a target load value are set in the experiment control program, and then the tangential load is applied to the sample at a constant loading rate to a target pressure value.
Further, in S5, the tangential dynamic load and the normal dynamic load are applied by: firstly, respectively setting target values of tangential dynamic load and normal dynamic load in an experiment control program, and enabling a data monitoring and collecting unit to be in a working state; and then starting a loading program, simultaneously applying tangential and normal dynamic loads to the sample, and monitoring and recording the shear load, the shear displacement, the normal load and the normal displacement of the joint surface.
Further, in S6, according to the joint surface shear load, shear displacement, normal load, and normal displacement recorded by monitoring, a shear load-shear displacement curve, a normal displacement-shear displacement curve, and a normal load-normal displacement curve are drawn, and the shear strength, shear stiffness, and shear expansion angle of the joint surface are obtained by analysis.
Compared with the prior art, the invention adopting the technical scheme has the following technical effects:
a method for considering dynamic shear test of rock joints under different boundary conditions considers 4 types of normal boundary conditions such as constant normal pressure, constant normal stiffness, normal dynamic pressure, normal static pressure and normal dynamic pressure combination; static shearing, dynamic shearing, a combination of static shearing and dynamic shearing, and the like. By utilizing the rock joint dynamic shearing device suitable for different boundary conditions, rock joint dynamic shearing experiments under different boundary conditions can be realized, such as rock joint dynamic shearing experiments under constant normal pressure, rock joint dynamic shearing experiments under constant normal stiffness, rock joint dynamic shearing experiments under certain normal static load and normal dynamic load, rock joint dynamic shearing experiments under certain static shearing load and constant normal stiffness, and the like. The method provided by the invention considers different boundary conditions when the dynamic shear failure occurs to the rock joint, can reproduce the dynamic shear failure process of the engineering rock more truly, is simple in experimental method and easy to operate, and can provide an experimental basis for the research of dynamic shear mechanical properties of the rock joint.
Drawings
FIG. 1: considering the flow chart of the rock joint dynamic shearing experimental method under different boundary conditions;
FIG. 2 is a drawing: the structure block diagram of the rock joint dynamic shearing experimental device is suitable for different boundary conditions;
FIG. 3A: a schematic diagram of a rock joint dynamic shear experiment principle under constant normal stiffness;
FIG. 3B: a schematic diagram of a rock joint dynamic shearing experiment principle under certain normal static load and normal dynamic load;
FIG. 3C: a schematic diagram of a rock joint dynamic shear experiment principle under a certain static shear load and constant normal stiffness;
in the figure: 00 is a jointed rock sample; 10 is a device base; 20 is a dynamic shear loading unit; 30 is a static shear loading unit; 40 is a static normal loading unit; and 50 is a dynamic normal loading unit.
Detailed Description
The technical scheme of the invention is further explained in detail by combining the attached drawings:
referring to the attached drawings 1 and 2, the rock joint dynamic shearing experimental method considering different boundary conditions provided by the invention considers 4 types of normal boundary conditions such as constant normal pressure, constant normal stiffness, normal dynamic pressure, normal static pressure and normal dynamic pressure combination and the like; static shearing, dynamic shearing, a combination of static shearing and dynamic shearing, and the like. According to the problem to be researched, a reasonable combination mode of a normal boundary and a tangential boundary is selected, and a rock joint dynamic shearing experiment under different boundary conditions is carried out by utilizing a rock dynamic shearing experiment device suitable for different boundary conditions. The rock dynamic shearing experimental device suitable for different boundary conditions comprises a base 10, a dynamic shearing loading unit 20, a static shearing loading unit 30, a dynamic normal loading unit 40, a static normal loading unit 50 and a data monitoring and acquiring unit, and can meet different loading and boundary control requirements. A rock joint dynamic shear experimental method considering different boundary conditions comprises the following steps:
s1: preparation and installation of joint rock sample
The joint rock sample 00 can be prepared by methods such as manual pouring and rock splitting according to research needs. The prepared sample 00 was then mounted in the shear box of the apparatus.
S2: setting of joint normal boundary control mode
When the normal dynamic load is not considered in the experiment to be carried out, a joint normal boundary control mode needs to be selected to obtain two different load modes. The normal boundary control mode is divided into a constant normal pressure mode and a constant normal stiffness mode, and a proper normal boundary control mode is selected in an experiment control program according to research needs. When the experiment to be performed considers the normal dynamic load, this step is skipped and step S3 is performed.
S3: normal static load application
Firstly, setting normal loading control parameters including a normal loading rate and a target pressure value in an experiment control program. A normal load was then applied to sample 00 at a constant loading rate to a target pressure value.
S4: tangential static load application
When the initial static shear load is considered, firstly, tangential loading control parameters including a tangential loading rate and a target load value are set in an experiment control program, and then the tangential load is applied to the sample 00 at a constant loading rate until the target pressure value is reached. This step is skipped regardless of the initial static shear load, and step S5 is performed.
S5: tangential and normal dynamic load application
Firstly, target values of tangential dynamic load and normal dynamic load are respectively set in an experiment control program, and a data monitoring and collecting unit is in a working state. And then starting a loading program, simultaneously applying tangential and normal dynamic loads to the joint rock sample 00, and monitoring and recording the shear load, the shear displacement, the normal load and the normal displacement of the joint surface. When the normal dynamic load is not considered, the normal dynamic load target value is set to 0.
S6: data analysis
And according to the joint surface shear load, shear displacement, normal load and normal displacement which are monitored and recorded, drawing a shear load-shear displacement curve, a normal displacement-shear displacement curve, a normal load-normal displacement curve and the like, and analyzing to obtain parameters such as shear strength, shear rigidity, shear expansion angle and the like of the joint surface.
The flow chart shown in fig. 1 is only exemplary and does not necessarily include all of the contents and operations/steps, and the actual implementation may vary according to specific needs. The following examples are given.
Example 1
Referring to fig. 3A, a schematic diagram of a dynamic shear test of a rock joint at constant normal stiffness is shown, the test method comprising the following steps:
s1: preparation and installation of joint rock sample
The joint rock sample 00 can be prepared by methods such as manual pouring and rock splitting according to research needs. The prepared sample 00 was then mounted in the shear box of the apparatus.
S2: setting of joint normal boundary control mode
Selecting a normal boundary control mode as constant normal stiffness control in an experiment control program, and inputting a normal stiffness valuek n (e.g., 3.0 GPa/m).
S3: normal static load application
Firstly, normal addition is set in an experimental control programLoad control parameters including normal loading rate and target pressure valueF N . A normal load is then applied to sample 00 at a constant loading rate (e.g., 1.0 kN/s) to a target pressure valueF N (e.g., 10.0 kN).
S4: tangential dynamic load application
Firstly, respectively setting target values of tangential dynamic loads in an experiment control programF Sd (e.g., 50.0 kN) and set the normal dynamic load target value to 0. And then the data monitoring and acquisition unit is in a working state. And finally, starting a loading program, applying a tangential dynamic load to the joint rock sample 00, and monitoring and recording the shear load, the shear displacement, the normal load and the normal displacement of the joint surface.
S5: data analysis
And according to the joint surface shear load, shear displacement, normal load and normal displacement which are monitored and recorded, drawing a shear load-shear displacement curve, a normal displacement-shear displacement curve, a normal load-normal displacement curve and the like, and analyzing to obtain parameters such as shear strength, shear rigidity, shear expansion angle and the like of the joint surface.
Example 2
Referring to fig. 3B, a schematic diagram of a rock joint dynamic shear test under certain normal static load and normal dynamic load is shown, wherein the test method comprises the following steps:
s1: preparation and installation of joint rock sample
The joint rock sample 00 can be prepared by methods such as manual pouring and rock splitting according to research needs. The prepared sample 00 was then mounted in the shear box of the apparatus.
S2: normal static load application
Firstly, setting normal loading control parameters including normal loading rate and target pressure value in an experiment control programF N . A normal load is then applied to sample 00 at a constant loading rate (e.g., 1.0 kN/s) to a target pressure valueF N (e.g., 10.0 kN).
S3: tangential and normal dynamic load application
Firstly, respectively setting target values of tangential and normal dynamic loads in an experiment control programF Sd 、F Nd (e.g., 50.0kN and 10.0 kN) and the data monitoring and acquisition unit is placed in operation. And then starting a loading program, simultaneously applying tangential and normal dynamic loads to the joint rock sample, and monitoring and recording the shear load, the shear displacement, the normal load and the normal displacement of the joint surface.
S4: data analysis
And according to the joint surface shear load, shear displacement, normal load and normal displacement which are monitored and recorded, drawing a shear load-shear displacement curve, a normal displacement-shear displacement curve, a normal load-normal displacement curve and the like, and analyzing to obtain parameters such as shear strength, shear rigidity, shear expansion angle and the like of the joint surface.
Example 3
Referring to fig. 3C, a schematic diagram of a rock joint dynamic shear test under a certain static shear load and constant normal stiffness is shown, wherein the test method comprises the following steps:
s1: preparation and installation of joint rock sample
The joint rock sample 00 can be prepared by methods such as manual pouring and rock splitting according to research needs. The prepared sample 00 was then mounted in the shear box of the apparatus.
S2: setting of joint normal boundary control mode
Selecting a normal boundary control mode as constant normal stiffness control in an experiment control program, and inputting a normal stiffness valuek n (e.g., 3.0 GPa/m).
S3: normal static load application
Firstly, setting normal loading control parameters including normal loading rate and target pressure value in an experiment control programF N . A normal load is then applied to sample 00 at a constant loading rate (e.g., 1.0 kN/s) to a target pressure valueF N (e.g., 10.0 kN).
S4: tangential static load application
Firstly, the experimental control program is setTangential loading control parameters including tangential loading rate, target load valueF S Then applying a tangential load to the sample at a constant loading rate (e.g., 1.0 kN/min) to a target pressure valueF S (e.g., 5.0 kN).
S5: tangential dynamic load application
Firstly, a target value of the tangential dynamic load is set in an experiment control programF Sd (e.g., 50.0 kN) and set the normal dynamic load target value to 0. And then the data monitoring and acquisition unit is in a working state. And finally, starting a loading program, applying a tangential dynamic load to the joint rock sample 00, and monitoring and recording the shear load, the shear displacement, the normal load and the normal displacement of the joint surface.
S6: data analysis
And according to the joint surface shear load, shear displacement, normal load and normal displacement which are monitored and recorded, drawing a shear load-shear displacement curve, a normal displacement-shear displacement curve, a normal load-normal displacement curve and the like, and analyzing to obtain parameters such as shear strength, shear rigidity, shear expansion angle and the like of the joint surface.
It will be understood by those skilled in the art that, unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.
The above embodiments are only for illustrating the technical idea of the present invention, and the protection scope of the present invention is not limited thereby, and any modifications made on the basis of the technical scheme according to the technical idea of the present invention fall within the protection scope of the present invention. While the embodiments of the present invention have been described in detail, the present invention is not limited to the above embodiments, and various changes can be made without departing from the spirit of the present invention within the knowledge of those skilled in the art.
Claims (8)
1. A rock joint dynamic shear experimental method considering different boundary conditions is characterized in that: the method comprises the following steps:
s1, preparing a sample, and then installing the sample in a shear box; the test device comprises a dynamic shear loading unit, a static shear loading unit, a dynamic normal loading unit, a static normal loading unit and a data monitoring and acquisition unit;
s2, selecting whether a normal dynamic load needs to be applied or not; if not, setting a normal boundary control mode in the experiment control system; if necessary, skipping the step;
s3, applying a normal static load, and applying the normal load to the sample to a target pressure value at a constant loading rate by using a static normal loading unit;
s4, selecting whether an initial tangential static load needs to be applied or not; if so, applying a tangential load to the sample to a target pressure value at a constant loading rate by using a static shear loading unit; if not, skipping the step;
s5, applying tangential dynamic load and normal dynamic load by using the dynamic shearing loading unit and the dynamic normal loading unit;
s6: analyzing data; and analyzing the shear strength, shear rigidity and shear expansion angle of the sample according to the shear load, shear displacement, normal load and normal displacement monitored and recorded by the data monitoring and acquisition unit.
2. The rock joint dynamic shear test method considering different boundary conditions according to claim 1, wherein: in S1, the sample is a joint rock sample and is prepared by adopting a manual pouring or rock splitting mode.
3. The rock joint dynamic shear test method considering different boundary conditions according to claim 1, wherein: in S2, the normal boundary control mode includes two types, i.e., a constant normal pressure or a constant normal stiffness.
4. The rock joint dynamic shear test method considering different boundary conditions according to claim 1, wherein: in S3, first, normal loading control parameters including a normal loading rate and a target pressure value are set in the experiment control program.
5. A normal load is then applied to the specimen at a constant loading rate to a target pressure value.
6. The rock joint dynamic shear test method considering different boundary conditions according to claim 1, wherein: in S4, when the initial static shear load is selected to be applied, first, tangential loading control parameters including a tangential loading rate and a target load value are set in an experiment control program, and then the tangential load is applied to the sample at a constant loading rate to a target pressure value.
7. The rock joint dynamic shear test method considering different boundary conditions according to claim 1, wherein: in S5, the tangential dynamic load and the normal dynamic load are applied in the following manner: firstly, respectively setting target values of tangential dynamic load and normal dynamic load in an experiment control program, and enabling a data monitoring and collecting unit to be in a working state; and then starting a loading program, simultaneously applying tangential and normal dynamic loads to the sample, and monitoring and recording the shear load, the shear displacement, the normal load and the normal displacement of the joint surface.
8. The rock joint dynamic shear test method considering different boundary conditions according to claim 1, wherein: in S6, according to the joint surface shear load, shear displacement, normal load and normal displacement which are monitored and recorded, a shear load-shear displacement curve, a normal displacement-shear displacement curve and a normal load-normal displacement curve are drawn, and the shear strength, the shear rigidity and the shear expansion angle of the joint surface are obtained through analysis.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010832545.4A CN112067468B (en) | 2020-08-18 | 2020-08-18 | Rock joint dynamic shearing experimental method considering different boundary conditions |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010832545.4A CN112067468B (en) | 2020-08-18 | 2020-08-18 | Rock joint dynamic shearing experimental method considering different boundary conditions |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112067468A true CN112067468A (en) | 2020-12-11 |
| CN112067468B CN112067468B (en) | 2022-03-11 |
Family
ID=73662136
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010832545.4A Active CN112067468B (en) | 2020-08-18 | 2020-08-18 | Rock joint dynamic shearing experimental method considering different boundary conditions |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112067468B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113432977A (en) * | 2021-06-17 | 2021-09-24 | 中国科学院武汉岩土力学研究所 | Method for acquiring dynamic rigidity of rock joint |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106770658A (en) * | 2016-12-27 | 2017-05-31 | 中国科学院武汉岩土力学研究所 | Shearing wave based on plane fluctuation is propagated and joint dynamic shearing experimental system |
| CN109738279A (en) * | 2019-01-28 | 2019-05-10 | 东北大学 | A kind of multi-angle rock shearing laboratory holder |
| CN110441170A (en) * | 2019-07-17 | 2019-11-12 | 深圳大学 | Single-axis bidirectional synchronously control electromagnetism loads dynamic shear test device and test method |
| CN110687272A (en) * | 2019-11-04 | 2020-01-14 | 中山大学 | Rock joint face shear seepage test device and test method based on geothermal exploitation |
| CN210893972U (en) * | 2019-07-17 | 2020-06-30 | 深圳大学 | Single-shaft bidirectional synchronous control electromagnetic loading dynamic shear test device |
-
2020
- 2020-08-18 CN CN202010832545.4A patent/CN112067468B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106770658A (en) * | 2016-12-27 | 2017-05-31 | 中国科学院武汉岩土力学研究所 | Shearing wave based on plane fluctuation is propagated and joint dynamic shearing experimental system |
| CN109738279A (en) * | 2019-01-28 | 2019-05-10 | 东北大学 | A kind of multi-angle rock shearing laboratory holder |
| CN110441170A (en) * | 2019-07-17 | 2019-11-12 | 深圳大学 | Single-axis bidirectional synchronously control electromagnetism loads dynamic shear test device and test method |
| CN210893972U (en) * | 2019-07-17 | 2020-06-30 | 深圳大学 | Single-shaft bidirectional synchronous control electromagnetic loading dynamic shear test device |
| CN110687272A (en) * | 2019-11-04 | 2020-01-14 | 中山大学 | Rock joint face shear seepage test device and test method based on geothermal exploitation |
Non-Patent Citations (1)
| Title |
|---|
| 夏才初等人: "多功能岩石节理全剪切–渗流耦合试验系统研制与应用", 《岩石力学与工程学报》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113432977A (en) * | 2021-06-17 | 2021-09-24 | 中国科学院武汉岩土力学研究所 | Method for acquiring dynamic rigidity of rock joint |
| CN113432977B (en) * | 2021-06-17 | 2023-09-29 | 中国科学院武汉岩土力学研究所 | Method for obtaining dynamic rigidity of rock joint |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112067468B (en) | 2022-03-11 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Papamichos et al. | Volumetric sand production model and experiment | |
| Chen et al. | Experimental and numerical investigation of permeability evolution with damage of sandstone under triaxial compression | |
| Ma et al. | Compaction and seepage properties of crushed limestone particle mixture: an experimental investigation for Ordovician karst collapse pillar groundwater inrush | |
| Liang et al. | Response characteristics of coal subjected to hydraulic fracturing: an evaluation based on real-time monitoring of borehole strain and acoustic emission | |
| CN109162701B (en) | Coal seam open hole well fracture pressure prediction method | |
| Asahina et al. | Hydraulic and mechanical responses of porous sandstone during pore pressure-induced reactivation of fracture planes: an experimental study | |
| Zheng et al. | Residual strength characteristics of CJPL marble under true triaxial compression | |
| Minkley et al. | Stability and integrity of salt caverns under consideration of hydro-mechanical loading | |
| CN112067468B (en) | Rock joint dynamic shearing experimental method considering different boundary conditions | |
| CN110761779A (en) | Method for evaluating surrounding rock crushing capability of drilling fluid consolidation well wall | |
| CN115597986A (en) | Test method for simulating impact disturbance to induce deep ore pillar rock burst by utilizing T-SHPB (T-SHPB) | |
| Yue et al. | Investigation of acoustic emission response and fracture morphology of rock hydraulic fracturing under true triaxial stress | |
| Milanese et al. | An explanation for the intermittent crack tip advancement and pressure fluctuations in hydraulic fracturing | |
| Wang et al. | Influence of dynamic disturbed frequency on rock failure characteristics under triaxial cyclic and multistage unloading confining pressure loads | |
| Wang et al. | Triaxial creep damage–catastrophe instability characteristics and a nonlinear constitutive model of gas-bearing coal | |
| Gheibi et al. | Stress path evolution during fluid injection into geological formations | |
| Anagnostou | Continuous tunnel excavation in a poro-elastoplastic medium | |
| Farkas et al. | Effect of foliation and fluid viscosity on hydraulic fracturing tests in mica schists investigated using distinct element modeling and field data | |
| Liang et al. | An experimental and numerical study on acoustic emission in the process of rock damage at different stress paths | |
| Qi et al. | Stability Control Mechanism of High‐Stress Roadway Surrounding Rock by Roof Fracturing and Rock Mass Filling | |
| Wu et al. | An investigation on the effect of high energy storage anchor on surrounding rock conditions | |
| Yuan et al. | Hydraulic fracturing pressure of concentric double-layered cylinder in cohesive soil | |
| Yuan et al. | Theoretical Analysis on Distribution Pattern of Plastic Zone in Surrounding Rock of High‐Gas‐Coal Roadway | |
| Jiang et al. | Study on post-peak stress-seepage characteristics of limestone under triaxial cyclic loading and unloading conditions | |
| Wu et al. | A Numerical and Experimental Study on Cement Integrity Based on A Novel Method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |